WO2014183449A1 - Procédé de construction in situ de pieux tubulaires en béton pouvant être mis en œuvre dans l'eau, et foreuse dédiée audit procédé - Google Patents

Procédé de construction in situ de pieux tubulaires en béton pouvant être mis en œuvre dans l'eau, et foreuse dédiée audit procédé Download PDF

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Publication number
WO2014183449A1
WO2014183449A1 PCT/CN2013/090427 CN2013090427W WO2014183449A1 WO 2014183449 A1 WO2014183449 A1 WO 2014183449A1 CN 2013090427 W CN2013090427 W CN 2013090427W WO 2014183449 A1 WO2014183449 A1 WO 2014183449A1
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WIPO (PCT)
Prior art keywords
wall
layer
sleeve
water
boot
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Application number
PCT/CN2013/090427
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English (en)
Chinese (zh)
Inventor
李胜南
谢庆道
Original Assignee
Li Shengnan
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Filing date
Publication date
Application filed by Li Shengnan filed Critical Li Shengnan
Publication of WO2014183449A1 publication Critical patent/WO2014183449A1/fr

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    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
    • E02D5/22—Piles
    • E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
    • E02D5/38—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds

Definitions

  • the invention belongs to the field of construction engineering, and specifically relates to a construction process of a cast-in-place concrete tubular pile applied to a water area and a special hole-forming device thereof.
  • Concrete piles are a kind of commonly used engineering piles and are widely used in underground construction projects.
  • the traditional precast concrete pipe piles are buried in the ground.
  • the main disadvantages are: obvious soil compaction during the construction process, which weakens the bearing capacity of the building foundation.
  • the inventors have proposed a new construction method for concrete tubular piles, such as Chinese Patent Publication No. CN1221056A
  • the first construction method mentioned above not only the construction speed is fast, but also the soil and the soil are not needed, the engineering cost is reduced, and the original structure of the soil layer is affected. Small, providing the carrying capacity of concrete piles.
  • this method of construction can only be applied to land, but piling in waters (such as ocean waters or rivers and lakes) is not applicable. Because the method is applied, after the concrete is poured, and before the concrete is solidified, the outer wall sleeve and the inner wall sleeve need to be pulled upwards. If the construction method is applied to the water, the outer wall sleeve and the inner wall When the retaining wall sleeve is pulled up, the exposed concrete is not completely hardened, but is directly impacted by the water, which directly causes the concrete to be scattered and cannot be formed.
  • the first object of the present invention is to overcome the shortcomings and deficiencies of the prior art, and to provide a construction process suitable for water construction, construction efficiency block and economical and practical application of cast-in-place concrete tubular piles in waters.
  • Another object of the present invention is to provide a dedicated hole former for the above construction process.
  • the technical solution of the present invention includes the following steps:
  • a bottom of the cylindrical cavity formed between the outer protective wall sleeve and the inner protective wall sleeve is fitted with a ring-shaped boot with a cutting edge, the outer protective wall sleeve comprising at least one outer retaining wall retaining layer;
  • the boot enters the water layer of the water along with the outer sheath sleeve and the inner retaining wall sleeve, and then enters into the base layer at the bottom of the water layer.
  • the base medium and water displaced by the boot are discharged from the inner cavity of the inner protective sleeve and the discharge hole of the force applying head; the base medium of the base layer at the bottom of the water layer in the water is soft silt or fine sand, Of course, there is also water.
  • the outer sheath sleeve is provided with a pouring port to inject concrete into the cavity, and before the concrete solidifies, the upper pressing force pressing head, the gland and the inner protective wall are pulled up.
  • the sleeve, the outer retaining wall of the outer sheath sleeve and the boot remain in position, and the upper end of the outer retaining layer is separated from the gland, and the poured concrete is connected with the outer outer retaining layer and the lower end boot to form Underwater concrete tubular piles.
  • the outer protective wall sleeve comprises an outer protective layer on the outer layer and an outer retaining layer disposed on the inner wall of the outer protective layer, and the outer retaining layer is provided with a part of the filling port.
  • the inner filling port has a lower end of the outer retaining layer and a downward pressure contact contact with the shoe.
  • the pressing force of the urging head according to the step (2) is the vibration pressure.
  • the invention does not need to take soil and reclaimed soil, and the construction speed is fast and efficient.
  • the outer retaining wall is left in the water, and serves as the outer protective layer of the concrete to prevent the water layer of the water. It is directly eroded for unhardened concrete. Therefore, it can be applied to waters such as oceans, rivers and lakes, and has reliable quality.
  • a second object of the present invention which is to achieve the special hole boring device used in the above construction process, comprises a concentrically disposed inner wall sleeve and an outer wall sleeve, the outer wall sleeve comprising at least one An outer wall retaining layer, the cavity between the inner wall sleeve and the outer wall sleeve is a cylindrical cavity, and the outer wall sleeve is provided with an infusion port, the bottom of the barrel cavity is open and the shoe is oriented The lower end of the shoe is provided with a cutting edge, and the upper end of the inner wall sleeve and the outer wall sleeve is connected with a gland, and the gland is provided with a force applying head, and the pressing force is applied
  • the head is provided with a discharge hole that is electrically connected to the inner cavity of the inner wall sleeve, and the upper end of the outer wall of the outer wall sleeve and the gland are in a downward relationship: the downward direction is pressed and coupled,
  • the outer retaining wall retaining layer is left in the water body during construction to serve as the outer protective layer of the concrete, so that the process of the invention can be applied to waters such as oceans, rivers and lakes, and the like, and the quality is reliable.
  • the outer protective wall sleeve comprises an outer protective layer on the outer layer and an outer retaining layer disposed on the inner wall of the outer protective layer, and the outer retaining layer is provided with a part of the filling port.
  • the inner filling port has a lower end of the outer retaining layer and a downward pressure contact contact with the shoe.
  • the material of the outer retaining layer is rigid plastic.
  • the material of the outer retaining layer is made of FRP, PE, PVC or PC.
  • the outer retaining wall retaining layer is provided with a strip-shaped slot forming portion which is convex toward the cylindrical cavity and which is generally longitudinal.
  • the strip-shaped slot forming portion can simultaneously form a longitudinal strip-shaped slot when the concrete tubular pile is formed, and the strip-shaped slot can be used for inserting the vertical rods on both sides of the fishing net to form
  • the concrete piles combined with the fishing nets enclose the waters and become ecological farming pastures, thus avoiding the subsequent construction of the concrete piles.
  • the inner wall of the outer retaining layer is roughened.
  • the upper end surface of the boot of the present invention is provided with an outer support surface, a central boss and an inner support surface from the outside to the inside, and the outer support surface and the inner support surface are respectively respectively connected to the lower end of the outer sheath sleeve and the inner sheath sleeve
  • the contact cavity is coupled to the central boss by a positioning connection.
  • FIG. 1 is a schematic structural view of a special hole-forming device according to a first embodiment of the present invention
  • Figure 2 is a cross-sectional view taken along line A-A of Figure 1;
  • FIG. 3 is a schematic structural view of a concrete tubular pile processed according to a first embodiment of the present invention
  • Figure 4 is a schematic view showing the structure of a special hole-forming device according to a second embodiment of the present invention.
  • Figure 5 is a cross-sectional view taken along line B-B of Figure 4.
  • Figure 6 is a schematic view showing the structure of a concrete tubular pile processed according to a second embodiment of the present invention.
  • the special hole-forming device of the first embodiment of the present invention shown in FIG. 1-2 includes a concentrically disposed inner wall sleeve 1 and an outer wall sleeve 2, and the exception wall sleeve 2 is an outer wall retaining body. a cavity, the cavity between the inner wall sleeve 1 and the outer wall sleeve 2 is a cavity 3, and the outer wall sleeve 2 is provided with a filling port 21, the bottom of the barrel 3 is open and connected to the barrel The lower end of the shoe 4 is provided with a cutting edge 41.
  • the upper end of the inner wall sleeve 1 and the outer wall sleeve 2 are connected with a gland 5, and the gland 5 is provided with The urging head 6 is provided with a discharge hole 61 which is electrically connected to the inner cavity of the inner sheath sleeve 1.
  • the relationship between the upper end of the outer sheath sleeve 2 and the gland 5 is : The downward direction is pressed against the linkage, and the upward direction is moved in the opposite direction.
  • the material of the outer wall sleeve 2 described in this embodiment is a rigid plastic, and specifically may be a material such as glass reinforced plastic, PE, PVC or PC.
  • the inner surface of the inner wall can be subjected to a charge treatment to make it stronger in combination with the concrete.
  • the inner wall of the outer wall sleeve 2 can be roughened, such as a burr surface, a corrugated surface, Roughening settings such as spiral surface. The joint strength between the formed concrete tubular pile and the outer protective wall sleeve 2 is better, and the structure is enhanced.
  • the outer protective wall sleeve 2 is arranged to protrude toward the cylindrical cavity and is generally Longitudinal strip slot forming portion 22.
  • the strip slot forming portion 22 may have a rectangular cross section, 2/3
  • the shape of the ring or the like " ⁇ " shape facilitates the insertion of the vertical rods on both sides of the fishing net.
  • the upper end surface of the boot 4 of the present embodiment is provided with an outer support surface 42, a central boss 43 and an inner support surface 44 from the outside to the inside, and the outer support surface 42 and the inner support surface 44 are respectively connected to the outer sheath sleeve 2 is in contact with the lower end of the inner wall sleeve 1 , and the barrel 3 is sleeved and positioned with the center boss 43 . So arranged, the bottom opening of the cavity 3 is formed and pressed downwardly with the shoe 4, and when pushed into the water, the two are linked together, and when pulled up, the boot can remain in the soil layer in the water.
  • the force applying head 6 can adopt static pressure or vibration pressure when entering the water, and is preferably pulled out by vibration when pulling up, not only the upper pulling pressure resistance is small, but also can be simultaneously played.
  • the effect of tapping concrete if a reinforcing cage or a reinforcing bar is required to be reinforced, a reinforcing cage or a reinforcing bar may be placed in the cylindrical cavity 3 before the boot 4 is placed in the cylindrical cavity 3.
  • the gland 5 described in this embodiment may be a flange cover, and the gland 5 and the inner wall sleeve are integrally coupled. Corresponding grippers can be set for clamping so that the two are integrated.
  • the boot 4 enters the water layer of the water along with the outer sheath 2 and the inner sheath 1 and then enters the water layer.
  • the substrate medium and water displaced by the shoe 4 are discharged from the inner cavity of the inner sheath sleeve and the discharge hole 61 of the force applying head;
  • the outer wall sleeve 2 is provided with a filling port 21 to inject concrete into the cavity, and before the concrete solidifies, the upper pressing force head 6 is pressed.
  • the cover 5 and the inner wall sleeve 1, the outer wall sleeve 2 (ie, the outer wall retaining layer) and the boot remain in position and the upper end is separated from the gland 5, the perfused concrete and the outer outer wall sleeve 2 and the lower end
  • the boots 4 are joined together to form a concrete pile.
  • FIG. 1 The structure of the concrete tubular pile constructed in this embodiment is shown in FIG. 1
  • the special hole-forming device of the embodiment 2 of the present invention shown in FIG. 3-4 includes a concentrically disposed inner wall sleeve 1 and an outer wall sleeve, and the outer wall sleeve according to the embodiment includes The outer outer wall layer 2 and the outer wall retaining layer 7 disposed on the inner wall of the outer wall layer, the outer wall retaining layer 7 is provided with an inner filling port 71 belonging to a part of the filling port, the outer wall retaining layer
  • the lower end of the sleeve 7 is in a downward pressure contact with the shoe 4, the cavity between the inner wall sleeve 1 and the outer wall sleeve is a cylinder chamber 3, and the outer wall sleeve is provided with a filling port 21,
  • the bottom of the cylinder chamber 3 is open and is in a downward pressure contact with the shoe 4, and the lower end of the shoe 4 is provided with a cutting edge 41, and the upper end of the inner wall sleeve 1 and the outer wall layer 2 are connected with
  • the gland 5 is provided with a biasing ram 6, which is provided with a discharge hole 61 which is electrically connected to the inner cavity of the inner sheath sleeve 1, and the upper end of the outer retaining layer 7
  • the cooperation relationship with the gland 5 is as follows: the downward direction is pressed against the interlocking engagement, and the upward direction is the movable split fit.
  • the material of the outer retaining layer 7 of the outer sheath sleeve of the present embodiment is rigid plastic, and specifically may be glass fiber reinforced plastic, PE, PVC or PC.
  • the inner surface of the inner wall can be subjected to a charge treatment to make it stronger in combination with the concrete.
  • the inner wall of the outer wall sleeve 2 can be roughened, such as a burr surface, a corrugated surface, Roughening settings such as spiral surface. The joint strength between the formed concrete tubular pile and the outer protective wall sleeve 2 is better, and the structure is enhanced.
  • the outer retaining wall retaining layer 7 is arranged to protrude toward the cylindrical cavity and is generally A longitudinal strip slot forming portion 72.
  • the strip slot forming portion 72 may have a rectangular cross section, 2/3
  • the shape of the ring or the like " ⁇ " shape facilitates the insertion of the vertical rods on both sides of the fishing net.
  • the strip-shaped groove forming portion 72 can be integrally formed and molded with the outer wall retaining layer 7.
  • the upper end surface of the boot 4 of the present embodiment is provided with an outer support surface 42, a central boss 43 and an inner support surface 44 from the outside to the inside, and the outer support surface 42 and the inner support surface 44 are respectively connected to the outer sheath sleeve 2 is in contact with the lower end of the inner wall sleeve 1 , and the barrel 3 is sleeved and positioned with the center boss 43 . So arranged, the bottom opening of the cavity 3 is formed and pressed downwardly with the shoe 4, and when pushed into the water, the two are linked together, and when pulled up, the boot can remain in the soil layer in the water.
  • the force applying head 6 can adopt static pressure or vibration pressure when entering the water, and is preferably pulled out by vibration when pulling up, not only the upper pulling pressure resistance is small, but also can be simultaneously played.
  • the effect of tapping concrete if a reinforcing cage or a reinforcing bar is required to be reinforced, a reinforcing cage or a reinforcing bar may be placed in the cylindrical cavity 3 before the boot 4 is placed in the cylindrical cavity 3.
  • the gland 5 of the embodiment may be a flange cover, and the gland 5 is integrally coupled with the inner wall sleeve 1 and the outer wall sleeve, and a corresponding holder may be disposed for clamping, so that the two are Integrated linkage.
  • the gland 5 and the outer retaining wall retaining layer 7 are in the above-mentioned downward pressure contact engagement, and constitute a downward direction pressure-pressure linkage fit, and the upward direction movable split fit.
  • the process steps are as follows: (1) mounting the bottom of the cavity 3 formed between the outer wall sleeve 2 and the inner wall sleeve 1 a ring 4 with a cutting edge 41;
  • the boot 4 enters the base layer of the water along with the outer sheath sleeve 2 and the inner sheath sleeve 1, and then enters the water layer.
  • the substrate medium and water displaced by the shoe 4 are discharged from the inner cavity of the inner wall sleeve and the discharge hole 61 of the force applying head;
  • the outer sheath sleeve 2 is provided with a pouring port to inject concrete into the cavity 3, and before the concrete solidifies, the upper pressing force head 6 is pressed.

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  • Engineering & Computer Science (AREA)
  • Structural Engineering (AREA)
  • Life Sciences & Earth Sciences (AREA)
  • General Life Sciences & Earth Sciences (AREA)
  • Mining & Mineral Resources (AREA)
  • Paleontology (AREA)
  • Civil Engineering (AREA)
  • General Engineering & Computer Science (AREA)
  • Revetment (AREA)
  • Piles And Underground Anchors (AREA)

Abstract

Cette invention concerne un procédé de construction in situ de pieux tubulaires en béton pouvant être mis en œuvre dans l'eau. Une gaine tubulaire (4) est montée dans la partie inférieure d'une cavité tubulaire (3). La gaine tubulaire (4) est disposée dans une position de construction et une pression est appliquée sur une tête de pression d'application de force (6). La gaine tubulaire (4) pénètre dans une couche de base dans la partie inférieure d'une couche d'eau avec un cylindre externe de manchon de protection de paroi (2) et un cylindre interne de manchon de protection de paroi (1). Un milieu de base et l'eau extrudés par la gaine tubulaire (4) sont évacués à partir d'une cavité du cylindre interne de manchon de protection de paroi (1) et d'un orifice d'évacuation de matériau (61) de la tête de pression d'application de force (6). Quand la gaine tubulaire (4) pénètre complètement dans une position marquée d'une couche de sol au niveau de la partie inférieure de l'eau, du béton est injecté dans la cavité tubulaire (3) par l'intermédiaire d'un orifice d'injection (21) disposé sur le cylindre externe de manchon de protection de paroi (2). La tête de pression d'application de force (6), un capuchon de pression (5) et le cylindre interne de manchon de protection de paroi (1) sont tirés vers le haut au cours de l'injection. Le béton injecté est relié au cylindre externe de manchon de protection de paroi (2) disposé à l'extérieur ou à une couche externe de protection de paroi retenue et à la gaine tubulaire (4) à l'extrémité inférieure, de façon à former le pieu tubulaire en béton. L'invention concerne en outre une foreuse dédiée audit procédé de construction.
PCT/CN2013/090427 2013-05-15 2013-12-25 Procédé de construction in situ de pieux tubulaires en béton pouvant être mis en œuvre dans l'eau, et foreuse dédiée audit procédé WO2014183449A1 (fr)

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CN201310179571.1A CN103321215B (zh) 2013-05-15 2013-05-15 应用于水域的现浇混凝土筒桩的施工工艺及其专用成孔器
CN201310179571.1 2013-05-15

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CN108867636A (zh) * 2018-07-09 2018-11-23 贵州新联爆破工程集团有限公司 一种预制人工挖孔桩护壁装置
CN109680682A (zh) * 2019-01-15 2019-04-26 中铁二院工程集团有限责任公司 一种软土地基人工挖孔桩结构及施工方法
CN114875897A (zh) * 2022-05-10 2022-08-09 中煤长江基础建设有限公司 一种带有护壁结构的反循环灌注桩施工装置
CN115144237A (zh) * 2022-06-15 2022-10-04 水利部交通运输部国家能源局南京水利科学研究院 一种大直径薄壁圆筒土工离心模型制作装置及制作方法
CN115354654A (zh) * 2022-08-05 2022-11-18 安徽省路港工程有限责任公司 紧邻地铁钻孔灌注桩钻孔施工的混凝土护筒及使用方法

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CN103321215B (zh) * 2013-05-15 2015-06-03 李胜南 应用于水域的现浇混凝土筒桩的施工工艺及其专用成孔器
CN103938619A (zh) * 2014-04-15 2014-07-23 谢庆道 一种筒桩的施工工艺及其专用成孔器
CN104153354A (zh) * 2014-05-06 2014-11-19 宁波职业技术学院 一种变径筒桩的桩筒结构及筒桩的施工方法
CN104358252B (zh) * 2014-10-14 2016-01-13 杭州江润科技有限公司 防治水中钻孔灌注桩穿孔漏浆的结构及施工方法
CN106284314B (zh) * 2016-08-31 2018-07-03 中冶建工集团有限公司 喀斯特地貌旋挖成孔灌注桩施工方法

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Publication number Priority date Publication date Assignee Title
CN108867636A (zh) * 2018-07-09 2018-11-23 贵州新联爆破工程集团有限公司 一种预制人工挖孔桩护壁装置
CN109680682A (zh) * 2019-01-15 2019-04-26 中铁二院工程集团有限责任公司 一种软土地基人工挖孔桩结构及施工方法
CN109680682B (zh) * 2019-01-15 2024-01-05 中铁二院工程集团有限责任公司 一种软土地基人工挖孔桩结构的施工方法
CN114875897A (zh) * 2022-05-10 2022-08-09 中煤长江基础建设有限公司 一种带有护壁结构的反循环灌注桩施工装置
CN115144237A (zh) * 2022-06-15 2022-10-04 水利部交通运输部国家能源局南京水利科学研究院 一种大直径薄壁圆筒土工离心模型制作装置及制作方法
CN115354654A (zh) * 2022-08-05 2022-11-18 安徽省路港工程有限责任公司 紧邻地铁钻孔灌注桩钻孔施工的混凝土护筒及使用方法

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